Analysis of Dynamic Response and Failure Mode of Bedding Rock Slopes Subject to Strong Earthquakes Based on DEM-FDM Coupling
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摘要: 基于DEM-FDM耦合，考虑结构面的三维延展情况，分区建立不同岩体结构的顺层岩质边坡数值模型，输入双向地震动，分析强震下不同岩体结构顺层岩质边坡的动力响应及破坏模式，得出了如下结论：（1）地震作用下，边坡加速度存在一定的高程放大效应，边坡底部水平向放大效应强于竖直向放大效应，顶部水平与竖向放大效应不相上下；（2）在32.5~42.5 m高程范围内，层面和节理等结构面的存在，对于地震波的传播有一定阻隔作用. 坡肩相对于其他部位放大效应更强，且节理越发育，坡肩放大效应越强，相比倾向180°的节理，倾向90°的节理对放大效应影响更大；（3）具有不同岩体结构的4个模型分别呈现稳定、局部开裂、滑移-拉裂破坏及滑移-溃散破坏等不同的变形破坏特征，倾向90°的节理是顺层边坡稳定性的主控结构面. 通过与以往研究结果对比可知，耦合方法能较好地揭示不同岩体结构顺层岩质边坡的动力响应及破坏模式，为强震区相关边坡工程提供了一定参考.Abstract: Based on the DEM-FDM coupling method, considering the three-dimensional extension of the structural plane and two directions of seismic wave, a numerical model of bedding rock slope with different structures is established in different areas, focusing on the dynamic response and deformation failure mechanism of bedding rock slope with different structures under strong earthquake. The following conclusions are drawn: (1) Under earthquake, there is a certain elevation amplification effect of slope acceleration, The horizontal amplification effect at the bottom of the slope is stronger than the vertical amplification effect, and the top amplification effect is equal. (2) Within the elevation range of 32.5-42.5 m, the existence of structural planes such as bedding planes and joints has a certain blocking effect on the propagation of seismic waves. The amplification effect of the slope shoulder is stronger than that of other parts, and the more developed the joints are, the stronger the amplification effect of the slope shoulder is. Compared with the joints whose dip-direction is 180°, the joints whose dip-direction is 90° have greater influence on the amplification effect. (3) The four models with different rock mass structures show different deformation and failure characteristics, including stability, local cracking, slip tension failure and slip collapse failure, respectively. Joints inclined to 90 ° are the main structural plane controlling the stability of bedding slope. Compared with the previous researches, the coupling method can better reveal thedynamicresponseand failure mode of bedding rock slopewith orthogonal secondary joints, and provide a certain reference for slope engineering in strong earthquake areas.
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Key words:
- DEM-FDM coupling /
- bedding rock slope /
- dynamic response /
- failure mechanism /
- engineering geology
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图 3 不同杆件正弦波传播效果图
Fig. 3. Speed monitoring curve of each monitoring point of different rods
图 4 不同杆件各监测点速度时程曲线
Fig. 4. Speed monitoring curve of each monitoring point of different rods
图 6 不同岩体结构顺层岩质边坡概化图
a.边坡模型1；b.边坡模型2；c.边坡模型3；d.边坡模型4
Fig. 6. Schematic diagram of bedding rock slope with different rock mass structures
图 10 不同高程峰值加速度放大系数曲线
a. 水平向；b. 竖直向
Fig. 10. Amplification coefficient curve of acceleration at different elevations
图 12 裂纹倾向-倾角分布图
a.模型2剪切裂纹分布；b.模型2拉伸裂纹分布；c.模型3剪切裂纹分布；d.模型4剪切裂纹分布；e.模型4拉伸裂纹分布
Fig. 12. Crack tendency inclination distribution diagram
图 14 模型2地震破坏模式对比分析
a.动力离心模型试验结果（李祥龙，2013）；b. 模型2模拟结果
Fig. 14. Comparative analysis of seismic failure mechanism of model 2
图 15 模型4地震破坏模式对比分析
a.数值模拟结果（徐文杰，2010）；b.模型4模拟结果
Fig. 15. Comparative Analysis of Seismic Failure Mechanism of Model 4
表 1 岩质边坡颗粒流模型的细观力学参数
Table 1. Micro-parameters of PFC model for rock slope
参数 值 颗粒密度($ \mathrm{k}\mathrm{g}\cdot {\mathrm{m}}^{-3} $) 3 100 颗粒半径$ (\mathrm{m} $) 0.6 颗粒接触模量$ (\mathrm{G}\mathrm{P}\mathrm{a} $) 1.0 颗粒刚度比 0.25 $ \mathrm{颗}\mathrm{粒}\mathrm{摩}\mathrm{擦}\mathrm{系}\mathrm{数} $ 0.7 平行黏结模量$ (\mathrm{G}\mathrm{P}\mathrm{a} $) 10.0 平行黏结刚度比 0.25 平行黏结抗拉强度$ (\mathrm{M}\mathrm{P}\mathrm{a} $) 30 平行黏结粘聚力$ (\mathrm{M}\mathrm{P}\mathrm{a} $) 27 光滑节理法向刚度(N/m) 1e9 光滑节理切向刚度(N/m) 1e9 光滑节理摩擦系数 0.5/0.7(节理/层面) 光滑节理抗拉强度(MPa) 0.3/0.6(节理/层面) 光滑节理粘结强度(MPa) 0.3/0.6(节理/层面) 
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表 2 岩质边坡颗粒流模型的宏观岩石力学参数
Table 2. Macro rock mechanical parameters of particle flow model for rock slope
参数 值 密度($ \mathrm{k}\mathrm{g}\cdot {\mathrm{m}}^{-3} $) 2 520 单轴抗压强度$ (\mathrm{M}\mathrm{P}\mathrm{a} $) 65.9 巴西劈裂强度$ (\mathrm{M}\mathrm{P}\mathrm{a} $) 11.2 弹性模量$ (\mathrm{G}\mathrm{P}\mathrm{a} $) 30.0 泊松比 0.2 内摩擦角(°) 21.0 黏聚力$ (\mathrm{M}\mathrm{P}\mathrm{a} $) 18.1
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